洪水调节课程设计

1、洪水调节课程设计 洪水调节设计说明及结果一. 题目：某水利枢纽工程以发电为主，兼有防洪、供水、养殖等综合效益，电站装机为5000KW，年发电量1372×104 kw·h，水库库容0.55亿m3。挡水建筑物为混凝土面板坝，最大坝高84.80m。溢洪道堰顶高程519.00m，采用3孔8m×6m（宽×高）的弧形门控制。水库正常蓄水位525.00m。电站发电引用流量为10m3/s。起调水位为（524.5+4/10=524.9m）二. 分析：该水利枢纽没有下游防洪要求，一般在洪水来临时，水库将预泄库水至水库防洪限制水位，以便有足够的库容蓄洪或滞洪。防洪限制水位是水

2、库在汛期允许兴利蓄水的上限水位，调洪计算从水位524.9m起调。本工程采用3孔溢洪道泄洪，设计洪水来临时，用左右2孔泄洪；校核洪水来临时，用3孔泄洪。在洪水期间洪水来临时，先用闸门控制下泄流量q并使其等于洪水来水量Q，使水库水位保持在防洪限制水位不变；当洪水来水量Q继续增大时，闸门逐渐打开；当闸门达到全开后，就不再用闸门控制，下泄流量q随水库水位z的升高而增大，流态为自由流态，情况与无闸门控制一样。三 .设计原理、公式水量平衡方程： Q1, Q2-分别为计算时段初、末的入库流量，m3/s ； v1，v2-分别为计算时段初、末水库的蓄水量，m3 ； q1，q2-分别为计算时段初、末的下泄流量，m

3、3/s ；-计算时段，本题中取1小时。式中：q通过溢流孔口的下泄流量，m3/s； n溢流孔孔口数；b溢流孔单孔净宽，m ；g重力加速度，9.81m/s2；闸墩侧收缩系数，与墩头形式有关，初步计算可假设为0.92； m流量系数，与堰顶形式有关，可查表，本工程取0.48； H0堰顶水头，m。四.列表试算法:1.设计洪水位（P=1%）：（1）.根据水位-库容曲线可画出下泄流量和库容曲线图：库水位Z（m）溢洪道堰顶水头H（m）（设计洪水）溢洪道泄量q溢（m3/s）发电泄量q电（m3/s）总泄流量q（m3/s）库容（万m3）524.95.9448.51 10458.51 4668.04 5256459.

4、97 10469.97 4683.80 5267579.62 10589.62 4865.82 5278708.16 10718.16 5047.84 5289845.01 10855.01 5229.86 530111141.79 101151.79 5593.90 531121300.98 101310.98 5809.12 532131466.94 101476.94 6024.34 533141639.42 101649.42 6239.56 534151818.17 101828.17 6454.78 535162002.99 102012.99 6670.00 536172193.

5、67 102203.67 6904.52 537182390.05 102400.05 7139.04 538192591.96 102601.96 7373.56 539202799.26 102809.26 7608.08 540213011.81 103021.81 7842.60 （2）.列表试算并画出Q-t和q-t水库调洪计算表时间t（h）入库洪水流量Q（m3/s）时段平均入库流量Q均（m3/s）时段入库水量Qt（万m3）下泄流量q（m3/s）时段平均下泄流量（m3/s）时段下泄水量qt（万m3）时段内存水量变化V（万m3）水库存水量V（万m3）水库水位Z（m）0350.00 0.0

6、0 35.000 0.00 0.00 0.00 4668.04 524.900 1196115.50 41.58 196.000 115.50 41.58 0.00 4668.04 524.900 2524360.00 129.60 466.080 331.04 119.17 10.43 4678.47 524.966 3727625.50 225.18 499.372 482.73 173.78 51.40 4729.86 525.316 41220973.50 350.46 591.990 545.68 196.45 154.01 4883.88 526.009 513901305.00

7、469.80 754.911 673.45 242.44 227.36 5111.24 527.348 612901340.00 482.40 896.939 825.93 297.33 185.07 5296.30 528.365 711901240.00 446.40 983.458 940.20 338.47 107.93 5404.23 528.958 88531021.50 367.74 993.194 988.33 355.80 11.94 5416.18 529.024 9647750.00 270.00 931.440 962.32 346.43 -76.43 5339.74

8、528.604 10483565.00 203.40 840.613 886.03 318.97 -115.57 5224.17 527.969 11437460.00 165.60 749.227 794.92 286.17 -120.57 5103.60 527.306 12398417.50 150.30 672.156 710.69 255.85 -105.55 4998.05 526.726 13348373.00 134.28 604.815 638.49 229.85 -95.57 4902.48 526.201 14294321.00 115.56 542.918 573.87

9、 206.59 -91.03 4811.44 525.701 15283288.50 103.86 489.157 516.04 185.77 -81.91 4729.53 525.251 16263273.00 98.28 450.045 469.60 169.06 -70.78 4668.04 524.913 17245254.00 91.44 254.000 352.02 126.73 0.00 4668.04 524.900 18224234.50 84.42 234.500 244.25 87.93 0.00 4668.04 524.900 19204214.00 77.04 214

10、.000 224.25 80.73 0.00 4668.04 524.900 20183193.50 69.66 193.500 203.75 73.35 0.00 4668.04 524.900 21171177.00 63.72 177.000 185.25 66.69 0.00 4668.04 524.900 22154162.50 58.50 162.500 169.75 61.11 0.00 4668.04 524.900 23144149.00 53.64 149.000 155.75 56.07 0.00 4668.04 524.900 24135139.50 50.22 139

11、.500 144.25 51.93 0.00 4668.04 524.900 说明：8小时左右水位达到最高水位529.024（m） qm=993.194（m3/s）2. 校核洪水位 （P=0.1%）（1）.根据水位-库容曲线可画出下泄流量和库容曲线图：库水位Z（m）溢洪道堰顶水头H（m）（设计洪水）溢洪道泄量q溢（m3/s）发电泄量q电（m3/s）总泄流量q（m3/s）库容（万m3）524.95.9672.77 10682.77 4668.04 5256689.95 10699.95 4683.80 5267869.43 10879.43 4865.82 52781062.25 101072.

12、25 5047.84 52891267.52 101277.52 5229.86 529101484.53 101494.53 5411.88 530111712.69 101722.69 5593.90 531121951.47 101961.47 5809.12 532132200.42 102210.42 6024.34 533142459.13 102469.13 6239.56 534152727.26 102737.26 6454.78 535163004.48 103014.48 6670.00 536173290.51 103300.51 6904.52 537183585.0

13、8 103595.08 7139.04 538193887.95 103897.95 7373.56 539204198.89 104208.89 7608.08 540214517.71 104527.71 7842.60 （2）. 列表试算并画出Q-t和q-t水库调洪计算表时间t（h）入库洪水流量Q（m3/s）时段平均入库流量Q均（m3/s）时段入库水量Qt（万m3）下泄流量q（m3/s）时段平均下泄流量（m3/s）时段下泄水量qt（万m3）时段内存水量变化V（万m3）水库存水量V（万m3）水库水位Z（m）0500.00 0.00 50.000 0.00 0.00 0.00 4668.04

14、 524.900 1296173.00 62.28 296.000 173.00 62.28 0.00 4668.04 524.900 2680488.00 175.68 680.000 488.00 175.68 0.00 4668.04 524.900 31300990.00 356.40 775.760 727.88 262.04 94.36 4762.40 525.432 420001650.00 594.00 1050.298 913.03 328.69 265.31 5027.71 526.889 523002150.00 774.00 1426.553 1238.43 445.8

15、3 328.17 5355.88 528.692 621002200.00 792.00 1709.275 1567.91 564.45 227.55 5583.43 529.942 717501925.00 693.00 1790.569 1749.92 629.97 63.03 5646.46 530.289 811801465.00 527.40 1668.279 1729.42 622.59 -95.19 5551.27 529.766 98951037.50 373.50 1438.262 1553.27 559.18 -185.68 5365.59 528.746 10817856

16、.00 308.16 1234.565 1336.41 481.11 -172.95 5192.64 527.796 11709763.00 274.68 1076.136 1155.35 415.93 -141.25 5051.39 527.020 12606657.50 236.70 940.761 1008.45 363.04 -126.34 4925.05 526.325 13549577.50 207.90 827.588 884.17 318.30 -110.40 4814.65 525.719 14477513.00 184.68 733.015 780.30 280.91 -9

17、6.23 4718.42 525.190 15440458.50 165.06 440.000 586.51 211.14 0.00 4668.04 524.900 16414427.00 153.72 414.000 427.00 153.72 0.00 4668.04 524.900 17385399.50 143.82 385.000 399.50 143.82 0.00 4668.04 524.900 18351368.00 132.48 351.000 368.00 132.48 0.00 4668.04 524.900 19320335.50 120.78 320.000 335.

18、50 120.78 0.00 4668.04 524.900 20286303.00 109.08 286.000 303.00 109.08 0.00 4668.04 524.900 21257271.50 97.74 257.000 271.50 97.74 0.00 4668.04 524.900 22240248.50 89.46 240.000 248.50 89.46 0.00 4668.04 524.900 23226233.00 83.88 226.000 233.00 83.88 0.00 4668.04 524.900 24212219.00 78.84 212.000 2

19、19.00 78.84 0.00 4668.04 524.900 说明：7小时左右达到最高水位Zm=530.289（m） qm=1790.569（m3/s）五. 半图解法：1.设计洪水位：（1）.计算并绘制q-V/t+q/2辅助曲线：水库水位Z(m)总库容V总(万m3)堰顶以上库容V(万m3)V/t (m3/s)q (m3/s)q/2 (m3/s)V/t+q/2 (m3/s)519.003756.8200.0010.005.005.00524.94668.04911.222531.16458.51229.262760.425254683.80926.982574.94469.97234.982

20、809.935264865.821109.003080.56589.62294.813375.375275047.841291.023586.17718.16359.083945.255285229.861473.044091.78855.01427.514519.285295411.881655.064597.39999.69499.845097.235305593.901837.085103.001151.79575.905678.905315809.122052.305700.831310.98655.496356.325326024.342267.526298.671476.94738

21、.477037.145336239.562482.746896.501649.42824.717721.215346454.782697.967494.331828.17914.098408.425356670.002913.188092.172012.991006.499098.665366904.523147.708743.612203.671101.849845.455377139.043382.229395.062400.051200.0310595.085387373.563616.7410046.502601.961300.9811347.485397608.083851.2610

22、697.942809.261404.6312102.585407842.604085.7811349.393021.811510.9012860.29（2）调洪计算表：时间t（h）入库洪水流量Q（m3/s）平均入库流量Q均（m3/s）V/t+q/2（m3/s）q（m3/s）Z（m3/s）0350.002760.42 35.000 524.900 1196115.502840.92 196.000 524.900 2524360.003004.92 538.849 525.104 3727625.503091.57 556.975 525.264 41220973.503508.10 644.9

23、45 526.029 513901305.004168.15 787.190 527.234 612901340.004720.96 909.005 528.233 711901240.005051.95 983.112 528.826 88531021.505090.34 991.764 528.945 9647750.004848.58 937.474 528.462 10483565.004476.10 854.748 527.791 11437460.004081.36 768.287 527.076 12398417.503730.57 692.500 526.436 1334837

24、3.003411.07 624.329 525.851 14294321.003107.74 560.365 525.294 15283288.502835.88 283.000 524.900 16263273.002825.88 263.000 524.900 17245254.002816.88 245.000 524.900 18224234.502806.38 224.000 524.900 19204214.002796.38 204.000 524.900 20183193.502785.88 183.000 524.900 21171177.002779.88 171.000

25、524.900 22154162.502771.38 154.000 524.900 23144149.002766.38 144.000 524.900 24135139.502761.88 135.000 524.900 其中：8小时左右出现最高水位528.945（m） qm=991.764（m3/s）2.校核洪水位：（1）.计算并绘制q-V/t+q/2辅助曲线：水库水位Z(m)总库容V总(万m3)堰顶以上库容V(万m3)V/t (m3/s)q (m3/s)q/2 (m3/s)V/t+q/2 (m3/s)519.003756.82 00.0010.005.005.00520.003895.

26、70 138.88385.7856.9528.47414.25524.94668.04 911.222531.16682.77341.392872.555254683.80 926.982574.94699.95349.972924.925264865.82 1109.003080.56879.43439.723520.275275047.84 1291.023586.171072.25536.124122.295285229.86 1473.044091.781277.52638.764730.545295411.88 1655.064597.391494.53747.275344.6653

27、05593.90 1837.085103.001722.69861.355964.355315809.12 2052.305700.831961.47980.736681.575326024.34 2267.526298.672210.421105.217403.875336239.56 2482.746896.502469.131234.578131.075346454.78 2697.967494.332737.261368.638862.965356670.00 2913.188092.173014.481507.249599.415366904.52 3147.708743.61330

28、0.511650.2510393.875377139.04 3382.229395.063595.081797.5411192.595387373.56 3616.7410046.503897.951948.9711995.475397608.08 3851.2610697.944208.892104.4512802.395407842.60 4085.7811349.394527.712263.8613613.25（2）调洪计算表：时间t（h）入库流量Q（m3/s）平均入库流量Q均（m3/s）V/t+q/2（m3/s）q（m3/s）Z（m3/s）0500.002872.55 50.000 524.900 1296173.002995.55 296.000 524.900 2680488.003187.55 680.000 524.900 31300990.003497.55 923.792 525.760 420001650.004223.76 1150.825 527.023 523002150.005222.93 1473.538 528.730 621002200.005949.40 1715.693 529.942 717501925.0